《拱坝设计的案例综述》9000字

拱坝设计的案例综述目录TOC\o"1-2"\h\u23963拱坝设计的案例综述 ②由均匀温升Δt产生：，，（1-46）式中ha、Ua、ma——均匀水压力和均匀温升时拱端内力系数，可查表插值； pa——拱圈分得的荷载，kpa； T——计算拱圈厚度，m； αm——混凝土膨胀系数； Δt——均匀温差。将拱端轴力HA和剪力VA投影到滑动面上：（1-47）（1-48）式中φ——竖直破裂面与拱端径向夹角，假设破裂面竖直向下，º。考虑凝聚力的抗滑稳定安全系数Kc的计算公式为：（1-50）式中 ψ——拱座面与垂线的夹角为ψ（在地形图上量取），°； L——破裂面长度，，其中T为计算拱圈厚度，m；W——拱圈下（水平破裂面）岩体重力W（kN）（CAD中量取），取1m 厚度； U2——水平破裂面上的扬压力； G——拱端面上悬臂梁重量，宽度为1×tanψ。考虑到第一层拱圈处有节理存在，需进行固结灌浆处理，增强其抗滑稳定。有地震的情况，只考虑地震方向的情况一（地震方向顺向下游+横向左岸）。拱坝的坝肩稳定分析计算，见表1-35~表2.38。表1-35均匀水压力和均匀温升时，等截面圆拱拱端内力系数表层数12345均匀水压力ha24.69413.4237.4244.4411.605Ua-0.195-0.39-0.622-1.027-1.006ma-1.337-1.434-1.261-1.055-0.398均匀温升ha0.0070.0220.0610.1440.149Ua0.0080.0240.0630.1070.153ma0.0530.090.1170.1350.063表1-36计算工况下拱端作用力计算表计算项目层数12345T（m）8.112.8317.5521.2827Δt（ºC）-4.091-2.898-2.245-1.831-1.547正常蓄水位+温降+地震拱圈分得荷载pa（kpa）87.4215441.00205.22216.80232.12均匀水压力HA（kN）18745.4428061.4931422.4724801.3512373.48VA（kN）-137.8-772.6-2238.86-4739.13-6302.99均匀温降HA（kN）-55.76-209.77-602.57-1411.82-1565.99VA（kN）-68.41-229.39-624.99-1047.13-1611.95地震内力左拱端HA（kN）1172.173534.962771.931761.17299.5VA（kN）-847.37-1571.29-1573.65-1283.06-682.77右拱端HA（kN）3236.656284.055404.124021.041635.57VA（kN）-847.37-1571.29-1573.65-1283.06-682.77左拱端ΣHA（kN）18601.9829916.70028906.97520836.6478794.002ΣVA（kN）-1053.574-2573.285-4437.502-7069.323-8597.717右拱端ΣHA（kN）20666.46032665.79031539.16523096.51710130.072ΣVA（kN）-1053.57-2573.285-4437.502-7069.323-8597.717校核洪水位＋温升拱圈分得荷载pa（kpa）115.548163.015264.516275.1177.798均匀水压力HA（kN）23111.64528073.48534463.5525997.7623371.961VA（kN）-182.135-815.663-2885.786-6013.818-2112.567均匀温升HA（kN）55.761209.766602.5661411.8191565.986VA（kN）68.406229.39624.9931047.131611.953ΣHA（kN）23167.40628283.25135066.11627409.5814937.947ΣVA（kN）-113.729-586.273-2260.793-4966.688-500.614表1-37工况三（正常蓄水位+温降+地震）坝肩稳定计算表计算项目左拱圈右拱圈层数1234512345左（右）半中心角φA（º）52494639365148494437拱端轴向力HA（kN）18601.98029916.70028906.97520836.6478794.00220666.46032665.79031539.16523096.51710130.072拱端径向力VA（kN）-1053.574-2573.285-4437.502-7069.323-8597.717-1053.574-2573.285-4437.502-7069.323-8597.717竖直破裂面与拱端径向夹角φ（º）46443933305954555043S（kN）12649.27018930.82014743.1625419.618-3048.84117171.98324914.64023290.12513148.885620.720N（kN）13679.89923307.82825257.55021325.31211914.68811547.10421282.30221725.11120261.57113272.295拱座面与垂线的交角ψ（º）41.3932.6247.5248.2575.9638.6230.7743.4839.7376.81G（kN）04002.60213613915.9478326915.3428684603.5184503723.62623112331.8734621974.6413483528.79454W（kN）5314.900513936.4452528473.35437781.28962263.6565481.976520255.098523083.51535122.81595171.4855U1（kN）02396.8503237479.75099414005.8547235989.2112502407.5456757479.75099414005.8547235989.21125f1、f20.751.21.21.21.20.751.21.21.21.2c1、c2（kpa）10005005005005001000500500500500L（m）40.564.1587.75106.413540.564.1587.75106.4135Kc7.1124.83211.44138.485332.3564.9383.6626.13512.3102002.905表1-38工况四（校核洪水位＋温升）坝肩稳定计算表计算项目左拱圈右拱圈层数1234512345左（右）半中心角φA（º）52494639365148494437拱端轴向力Ha（kN）23167.40628283.25135066.11627409.5814937.94723167.40628283.25135066.11627409.5814937.947拱端径向力Va（kN）-113.729-586.273-2260.793-4966.688-500.614-113.729-586.273-2260.793-4966.688-500.614竖直破裂面与拱端径向夹角φ（º）48464034345653504842S（kN）16586.23419225.46820310.85610762.9132035.42919799.76822537.02827427.74317804.4323001.546N（kN）16175.24220752.52828674.25425692.6614526.69512029.58117098.78321965.03121423.2433952.804拱座面与垂线的交角ψ（º）41.3932.6247.5248.2575.9638.6230.7743.4839.7376.81G（kN）0.0004002.60213915.94826915.34384603.5180.0003723.62612331.87321974.64183528.795W（kN）5314.90113486.88323988.54037781.28962263.6565481.97720255.09923083.51535122.81595171.486U1（kN）0.0003123.9858425.66815124.66648812.1200.0003137.9258425.66815124.66648